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Permit Review Detail

Permit Number: T07CM04127
Parcel: Unknown

Review Status: Completed

Review Details: COMMERCIAL NEW

Permit Number - T07CM04127
Review Name: COMMERCIAL NEW
Review Status: Completed
Review Date Reviewer's Name Type of Review Description Status Comments
11/19/2007 BETH GRANT COMMERCIAL IMPACT FEE COMMERCIAL IMPACT FEE PROCESSING Passed
11/19/2007 SREEVES1 2ND PARTY REVIEW REVIEW Denied November 16, 2007

City of Tucson Development Services
P.O. Box 27210
Tucson, AZ 85726

RE: Target Distribution Center – 1ST REVIEW
CITY OF TUCSON LOG NO. T07CM04127
WILLDAN PROJECT NO. 13881-7079

The initial review for the above project has been completed. This letter contains comments, which need to be addressed by written responses to each which indicate any actions taken. In order to facilitate a shorter second review, all indicated corrections and revisions to the plans must be made, and two complete new sets of prints, along with one complete redlined set, must be returned to our office. To avoid delays, ensure that all corrections have been made, are complete, and have been coordinated on all applicable detail and note sheets, and that all changes have been highlighted with appropriate revision numbers, revision dates, and “cloud bubbles.” Pen or pencil corrections on final prints are not acceptable.

This project has been reviewed for conformance with the 2006 IBC, 2006 IMC, 2006 IECC, 2006 UPC, 2006 IFC, and the 2005 NEC (with local modifications). Any revisions to this plan will require an additional review and approval by Willdan.

Should you have questions regarding the comments herein, please contact your plans examiner Roger Brooks.

Occupancy Occup. Load Construction Area S.F. Sprinklered Alarms
S-1
B TBD IIB TBD Yes Yes

Special Inspection is required for the following items:
Excavation and compaction;
Concrete construction, reinforcement and embedded items;
Epoxy and expansion anchors;
High strength bolting;
Structural masonry construction;
Spry applied fire-proofing;
Structural steel; and,
Welding in the field and in the shop.

The following items are acceptable for deferred submittals:
Pre-engineered trusses and joists
Steel stairs
Steel truss moment frames
Mezzanine system

GENERAL COMMENTS:
A signed special inspection form from the City of Tucson is required for Excavation and compaction; Concrete construction, reinforcement and embedded items; Epoxy and expansion anchors; High strength bolting; Structural masonry construction; Spry applied fire-proofing; Structural steel; and Welding in the field and in the shop at the time that the plans are resubmitted for a back check. Reference the City of Tucson Submittal Policy.

A deferred submittal letter for Pre-engineered trusses and joists; Steel stairs; Steel truss moment frames; and Mezzanine system will need to be forwarded directly to the Building Official and approved prior to the plans being delivered to the City. Reference the City of Tucson Submittal Policy.

Please provide a soils report upon re-submittal.

A separate rack permit is required for the proposed racks over 8 feet in height. Reference Section 105.1 IBC.

A separate fence permit with calculations is required for all fencing over 6 feet in height. Reference Section 105.1 IBC.

Provide energy calculations and reflect criteria on plans. See City of Tucson adopted Energy Code.

Relief of travel distances of exits is to be justified by the utilization of the International Performance code. The plans do not reflect the use of this code. Please provide.

Please provide all approved site plans with the next submittal.

Please provide all outdoor lighting plans with the next submittal.

Please provide spec books with the next submittal.

ARCHITECTURAL COMMENTS:
Cover Sheet
The code data block does not reference the building type or the accessibility requirements of the 2006 IBC as adopted by the City of Tucson. Please revise plans.

The square footages provided do not appear to include the outbuildings (guard house and pump house), nor the proposed canopies. Revise plans to reflect all proposed structures. Reference Section 105.1 IBC.

Provide an Architectural Site Plan justifying the use of unlimited area and reflecting the required accessible elements for the structure. Reference Section 106.2 IBC.

Include in the plans and specification the occupant load for each use and space proposed in the structures. Reference Section 106.1.2 IBC.

The building is of mixed use. Indicate all occupancies within the structures on the plans with either location of fire separations and related details or provide calculations for non-separated uses. Calculations to also include minor accessory uses if proposed. Reference Sections 506.4.1 and 508 IBC.

Include in plans and specification plumbing fixture/occupancy ratios for the proposed structures per Table 2902.1 IBC.

Sheet A-6.0
The accessible urinals are to have a minimum of 36” clear from spaces with partitions exceeding 24” in depth. Reference Section 605.3 and 305.7 A117.1 ANSI. Revise plans or clarify compliance.

Toilet Room 130 shows the toilet paper dispenser closer to the toilet than allowed by Section 604.7 A117.1 ANSI. Revise plans.

Sheet A-9.2
The ships ladder treads are to comply with the provision of Section 1009.9.2 IBC. Revise plans.

The handrails for the ships ladder to comply with Sections 1009.9.2 and 1012.5 IBC. Revise plans.

Sheet SP1
Plans to list all deferred components and indicate items to be under a separate permit. Reference Section 106.1 and 106.3.4.2 IBC.

STRUCTURAL COMMENTS:
Drawings
Sheet S1.1
Design criteria: The Simplified Analysis for this structure is not allowed. The steel truss moment frames located at Grid Lines 8 and 16.1 are not considered as Bearing Wall or Building Frame Systems. Reference ASCE 7-05 Section 12.14.1.1(4). Revise the description of the method to Equivalent Lateral Force Procedure. Reference IBC Section 106.1.1.

List all deferred submittals on the drawings. Reference IBC Section 106.1.1.

Sheets S2A, S2B, and S2C
Sections 9/S7.1 is shown as the typical footing and column detail for the sheet unless noted otherwise (pin-pin end condition). The calculations for the mezzanine columns base the column design for resisting lateral loads on a fixed base, pinned at the top (cantilever column). The sections and details suggest that the columns function as Ordinary Moment Resisting Frames. Please clarify the intended framing at the mezzanine. If the columns are to be designed as cantilever columns, use an R=1.25 for the entire building section. If the columns are part of a OMRF, use an R=3.5 if it is designed and detailed in accordance with the Seismic Provisions, else use an R=3. Reference IBC Sections 106.1.1, 1604.4 and ASCE 7-05 Table 12.2-1(G), Table 12.2-1(H) and Sections 12.2.3 and 14.1.2.

Sheet S3A
The joist depths for the joists between Grid Lines C and C.7 do not match the summary calculation Sheet C-2. Please clarify. Reference IBC Section 106.1.1.

A solid line is drawn at Grid Line 1.7 from B.8 to C. Verify if this line is a W8x10, similar to the beam at Grid Line 2. Please clarify. Reference IBC Section 106.1.1.

Section 24/S9.6 is pointing to Grid Line 6,B.4. Verify if it should be pointing to Grid Line 6,B. Reference IBC Section 106.1.1.

The beam sizes for the beams along Grid Line C from 2.3 to 4 and from 1.7 to 2, and both diagonal beams between grid lines 4 to 5, do not match the calculations. Please clarify. Reference IBC Section 106.1.1.

Sheet S4A
Section 212: Verify if blocking should be provided to transfer diaphragm shears from the ledger into the exterior sheathing. Reference IBC Section 1604.4.

Sections 216 and 217: Provide calculations for the 6’-0” and 4’-0” tall parapet tie straps and blocking A35 clip connections. Reference IBC Section 1604.4.


Clarify where the calculations for the continuous building crossties and sub-diaphragms can be found. Reference ASCE Section 12.11.2.2.1.

Verify that the girder designation at Grid Lines 8 and 8.1 from A to B should be 48G10 in lieu of 48G7. Reference IBC Section 106.1.1.

Sheets S4B and S4F
Verify that the two truss girders along Grid Line D from 11 to 13, and along K from 11 to 13, are 48GSP3, similar to those at Grid Line E and L respectively. Reference IBC Section 106.1.1.

The joist depth for the joists between Grid Lines 11 to 13, from B to Q, does not match the calculations. Please clarify. Reference IBC Section 106.1.1.

Sheet S4C
Special moment trusses are shown on the drawings on Grid Lines 16 and 16.1 where none are shown on Sheet S9.10. Please clarify. Reference IBC Section 106.1.1.

Sheet S5.2
Typical section cut 3/S9.3 shows a cantilever beam system with a beam splice to one side of the column. The floor plan does not show a beam splice to indicate where the splice is located. Please clarify by showing the splice location. Reference IBC Section 106.1.1.

Provide a section cut through the elevator/floor interface location. Reference IBC Section 106.1.1.

The beam size for the beam along Grid Line P.5 from 9.1 to 9.5 does not match the calculations. Please clarify. Reference IBC Section 106.1.1.

Sheet S5.3
Section 3/S9.3 is used for the canopy beam to column connection. See Comment #1 for Sheet S5.2.

The beam size for the beam between Grid Lines 13.7 and 14.2 does not match the calculations. Please clarify. Reference IBC section 106.1.1.

Sheet S5.4
Both framing plans: Verify that all of the sheet references in the section cuts should be S5.4 in lieu of S5.3. Reference IBC Section 106.1.1.

Sections 3 and 7: Section cut 19/S8.1 refers to slab dowels. Verify that the section cuts should be near the bottom of the wall in lieu of the mid-height location shown. Reference IBC Section 106.1.1.

Section 11: Provide a weld size for the double flared bevel weld. Reference IBC Section 106.1.1.

Sheets S6.1 through S6.6
Section cuts 16/S8.1 and 20/S8.1 refer to slab dowels. Verify that the section cuts should be near the bottom of the wall in lieu of the mid-height location shown. Reference IBC Section 106.1.1.

Sheet S6.2: Verify that Section 1/S9.4 cut near Grid Line E is correct. Reference IBC Section 106.1.1.

Section cut 15/S8.1 refers to slab dowels. Verify that the section cuts should be near the bottom of the wall in lieu of mid-height. Reference IBC Section 106.1.1.

Sheet S7.1
Footing schedule: Footings B, C, E, and K do not match the calculations. Please clarify. Reference IBC Section 106.1.1.

Section 17: Provide calculations for the anchor capacity in the concrete pedestal, for the fixed base moment connection. Reference ACI 318 Appendix D.

Section 14: Provide a weld size and minimum weld length for the rebar dowels to the embed plate. Also, provide a thickness for the angle connecting the tilt-panel to the footing. Reference IBC Section 106.1.1.

Section 21 and 22: Verify if reference section 14/S1.2 should be 12/S1.2. Reference IBC Section 106.1.1.

Sheet S7.2
Section 1: Section cut 3/S7.2 does not exist. Revise the detail. Reference IBC Section 106.1.1.

Sections 10 and 12: Clarify where the calculations can be found for the site walls. Reference IBC Section 106.1.1.

Section 18: There is a clouded vertical line with no explanation. Verify if the intent is to install vertical bars (dowels) that are to be field bent into the slab. Reference IBC Section 106.1.1.

Sheet S8.1
Sections 18 and 24: Provide a weld size and minimum weld length for the rebar dowels to the embed plate. Reference IBC Section 106.1.1.

Section 22: There are two section cut bubbles without reference numbers. Please clarify. Reference IBC Section 106.1.1.

Section 24: Provide an embedment length for the headed studs. Reference IBC Section 106.1.1.

Sheet S9.1
Steel Deck Schedule and Details: The deck profile refers to Mark D6, which does not exist. Please clarify. Reference IBC Section 106.1.1.

Section 13: Provide a column cap size. Reference IBC Section 106.1.1.

Section 19, Detail B: Verify if Section 2 should be Section 1. Reference IBC Section 106.1.1.

Sheet S9.3
Section 3: The weld size for the shear plate, for sections W21x and greater does not match the schedule in 1/S9.3. Clarify. Reference IBC Section 106.1.1.

Section 12: Provide a rebar and weld size for the embed plate. Reference IBC Section 106.1.1.

Section 11: A 6” girder depth is shown. Verify if the depth should be 7 ½”. Reference IBC Section 106.1.1.

Section 15: Provide a weld length for the girt to plate connection. Also verify if the weld size listed (~4) is in 16ths. Reference IBC Section 106.1.1.

Sheet S9.4
Section 1: Verify the weld size and length in the detail at the lower right of the section. Reference IBC Section 106.1.1.

Sections 7 and 11: Provide a weld size for the weld of the rebar to the embed plate. Reference IBC Section 106.1.1.

Section 4: Clarify how the extended tube section is connected to the joist/girder. Reference IBC Section 106.1.1.

Section 18: What is the connection of the diagonal angle to the roof joist? Please clarify. Reference IBC Section 106.1.1.

Section 23: What is the connection of the angle to the flat plate? Please clarify. Reference IBC Section 106.1.1.

Section 24: The section shows a 25 ga. plate. Clarify how it is connected to the beam. Reference IBC Section 106.1.1.

Sheet S9.5
Sections 2 and 6: Are these duplicate sections? Please clarify. Reference IBC Section 106.1.1.

Sheet S9.6
Section 1: Provide a weld size for the guardrail to beam and angle connection. Also, provide a minimum weld length for the diagonal angle connection. Reference IBC Section 106.1.1.

Section 4: The moment connections are not detailed in accordance with the Seismic Provisions. Revise the details or use an R=3. Provide calculations for all moment connections. See Comment #1 for Sheet S2A and ASCE 7-05 Section 14.1.2.

Section 24: The detail shows a joist to pipe connection, which uses a flat bearing plate condition with no gusset plate support and a weld on only one side of the plate. What happens if the weld is applied to the bottom side of the plate? Provide calculations for this connection. Reference IBC Section 1604.4.

Sheets S9.9 and S9.10
The following was noted (Reference ASCE Table 12.2-1, Section 14.1.2 and AISC 341-05 Commentary Section 12.1.):
Steel truss moment frames are shown along Grid Lines 8 and 16.1. An R=3.5 was used for the main structure’s response modification coefficient, implying that an ordinary moment resisting frame (designed and detailed in accordance with the Seismic Provisions) is to be used. Since there is no category for an ordinary steel truss moment frame in ASCE Table 12.2-1(C), provide documentation justifying the design, showing why the frame does not have to comply with a special steel truss moment frame.

Calculations for these moment frames were not found, suggesting that the frames are to be a deferred submittal. Verify if this is the case, and if so, list this in the deferred submittal section of the general notes. The notes shall include all design criteria and frame type information necessary for the manufacturer to follow, so that the frame system will comply with the R factor used for the main building.

If the frame system is to be designed by the engineer of record, provide a full set of calculations, which include member design, joint connection calculations, buckling/ bracing calculations, and p-delta/ building drift calculations.

If the frame design is to comply with a system not designed or detailed to the Seismic Provisions, revise the lateral design using an R=3.

Sheet S9.13
Sections 1, 11, and 16: Provide a weld size for the guardrail to beam and angle connection. Also, provide a minimum weld length for the diagonal angle connection. Reference IBC Section 106.1.1.

Sections 7, 9, 10, 15, and 19: The moment connections are not detailed in accordance with the Seismic Provisions. Revise the details or use an R=3. Provide calculations for all of these moment connections. See Comment #1 for Sheet S2A and ASCE 7-05 Section14.1.2.

Calculations
Page A3: Verify that the seismic coefficient listed is a service level value (ASD). Reference IBC Section 106.1.1.

Page D8: The R factor used in the design of the columns suggests a special steel cantilever column. Justify why the system is not an ordinary cantilever column. Reference ASCE Table 12.2-1.

Page D17: The column design uses a fixed base. The foundation plan shows no special section cut for the Mezzanine columns/footings, but only refers to Section 9/S7.1 as the typical detail. The detail does not match the calculations (moment connection). The calculations also show that a shear lug is required, while none is shown in the detail. Please clarify. Reference IBC Section 106.1.1.

Page G1: Calculations show that the seismic coefficient Cs=. 0889. The service level coefficient Cs=. 0889/1.4=. 0693. The service level coefficient appears to have been divided by 1.4 twice. Verify your design. See previous comments regarding the correct R factor. Reference ASCE 7-05 Section 12.8.


Page G5: The calculations for Diaphragm B do not include deflection calculation checks for the large cantilevers, in accordance with the steel deck manufacturers requirements (ER report). The diaphragm chord forces for this diaphragm, in both directions, were also not checked. Provide the missing calculations. Reference IBC Section 1604.4.

Review the entire diaphragm shear and chord force calculation values for accuracy, regarding the double use of the 1.4 factors for service loads.

Clarify where the strut calculations along Grid Lines 8, 8.1, 16, and 16.1 can be found. Verify that these forces have been checked against the chord forces and have been increased by the over-strength factor in accordance with ASCE 7-05 Section 12.10.2.1.

PLUMBING COMMENTS:
Sheet P0.1
Provide complete Water Pipe Sizing Calculations for this project using UPC Appendix A. Show the meter size, backflow devices, pressure losses, and maximum pipe length. Also, include a pipe-sizing schedule. Reference IBC Section 106.1.1.

Sheet P1.2
Please clarify the Floor Plans by showing the waste piping with a solid line and the vent piping with a dash line.

Please specify the approved acid resistant piping to be used for chemical waste. Reference IBC Section 106.1.1 and UPC Section 811.0.

Sheet P2.7
Please identify each enlarged plan with a number or letter on the plumbing floor plan. Reference IBC Section 106.1.1.

Sheet P2.13
Please include pipe sizes and cleanouts on the Plumbing Waste and Vent Isometric Drawing. Reference IBC Section 106.1.1.

Sheet P3.0
Gutters used to receive condensate disposal shall not terminate to a public asphalt or concrete. Reference UPC Section 814.3.



MECHANICAL COMMENTS:
Sheet M3.09
All plan sheets shall be signed and sealed by a licensed Mechanical Engineer with the State of Arizona.

Please show compliance with IMC Section 602.1 through 602.4, for materials in all plenum areas of this project.

Please show supply/makeup air to all rooms with exhaust systems, per IMC Section 403.3.

Sheet M3.26
Provide complete Outdoor Ventilation Air Calculations for each occupied area, per IMC Section 403.3 and Table 403.3.

Show compliance with the International Energy Conservation Code, as required by IMC Section 301.2.

Show compliance for batter-charging areas of this project, as required by IMC Sections 502.3 – 502.4.2.

ELECTRICAL COMMENTS:
Sheet E200
Identify all areas/spaces on the Floor Plan.

Sheet E201
With the UPS locations, show compliance with NEC 480.9 for ventilation.

Show compliance with Energy Code IECC 2006 for Interior Power Lighting Section 505.

Sheet E203
Information overlaps. Please clarify.

Sheet E320
With MSB2 in electrical area (A12), show compliance with NEC Article 110.26, (C) 2 (Typical for large equipment, Sheet E410, E411, E412).

Sheet E414
Identify any classified/unclassified location, per NEC Article 511.3.

Sheet 511
Provide information for panels “NL1B (A15)”, “NL2B (A12)”, NL3B (Q8), NL9C (B12), compliance maintained if there is absence of any loads; once any load applied, additional information need to be provided to demonstrate compliance. Advise about main circuit breaker for all panels above to comply with NEC Article 240.21, for the secondary protection.

Sheet 601
Provide Fault Current Calculation.

Show lighting contactor on the one-line diagram and show being braced for the available fault current.

Sheet E603
Show AIC ratings of automatic transfer switches 1 and 2, per NEC Article 110.9.

All electrical plans must be sealed by an electrical engineer.

ENERGY CODE COMMENTS:
Mechanical shall comply with IECC.

Electrical shall comply with IECC Section 505.

Unable to complete review. Please see General Comments.

ACCESSIBILITY COMMENTS:
Unable to complete review without Architectural Site Plan. See Architectural Comments.



Sincerely,

WILLDAN




Roger A. Brooks, C.B.O., V.P.
Division Manager

RAB/LS/MH/JB/TM/amr/cc
11/20/2007 MARTIN BROWN FIRE REVIEW Denied Please include the following design criteria to the plans.
1. Flow data (static pressure, residual pressure, GPM)
Available from the Fire Department (520) 791-3234
2. The standard to be used in development of sprinkler system. (NFPA 13, NFPA 13R, or NFPA 13D)
3. The hazard classification of the building, including any special hazards. This should include all relevant data to verify hydraulic calculations (storage height, commodity classification(s), etc. Reference applicable curves from 2002 NFPA 13)
4. The densities required of the water supply.

Be advised that separate permits are required for sprinklers, alarms, fire protection underground piping, and fuel storage tanks.
11/20/2007 ROBERT SHERRY WATER REVIEW Passed Shell only - no plumbing
11/21/2007 PATRICIA GILBERT ENGINEERING REVIEW Denied Provide two copies of the CDRC stamped approved development plan with the building plan set.
11/21/2007 TERRY STEVENS ZONING REVIEW Denied 11/21/07

Development Services Department
Zoning Review Section

Terry Stevens
Lead Planner

Comments:

1. The building plan has been reviewed by Zoning Review Section but cannot approve the plan until it has been approved by the Engineering, and Landscape Review Sections and until all zoning comments or concerns have been addressed.

2. Zoning could not verify that the building plan was in compliance with the approved development plan. Please submit two copies of the approved and stamped development, landscape, and NPPO plans with the next building plan submittal.

3. Zoning will re-review the building plan on the next submittal to insure compliance with the approved site/development plan. Additional comments may be forthcoming.
11/21/2007 GERRY KOZIOL WWM REVIEW Needs Review

Final Status

Task End Date Reviewer's Name Type of Review Description
11/23/2007 SUE REEVES OUT TO CUSTOMER Completed